B08_Attachment_03_CACO_227735_CD_FINAL_Design_Report_Foundation_Support__0001.pdf

Prepared for

National Park Service

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, Massachusetts

Prepared by:

350 Mt. Kemble Avenue, Suite 200 Morristown, New Jersey 07962

March 2023

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA ii

Contents

Executive Summary

1.0 INTRODUCTION

1.1 GEOTECHNICAL ENGINEERING SCOPE OF WORK ........... ERROR!

BOOKMARK NOT DEFINED.

2.0 SUBSURFACE EXPLORATION PROGRAM

2.1 GEOTECHNICAL BOREHOLES

3.0 EXISTING SITE CONDITIONS

3.1 SITE TOPOGRAPHY AND ELEVATIONS

3.2 REGIONAL GEOLOGY

3.3 SITE-SPECIFIC SUBSURFACE CONDITIONS

3.4 GROUNDWATER

4.0 GEOTECHNICAL EVALUATION AND ENGINEERING

ANALYSIS

4.1. WATER CONTROL STRUCTURE

4.1.1 WATER CONTROL STRUCTURE SUBSURFACE PROFILE

4.1.2 DESCRIPTION OF PROPOSED FOUNDATION SYSTEM AND

SUMMARY OF LOADS

4.1.3 FLOOD CONTROL STRUCTURE FOUNDATION ANALYSIS

4.2 SEISMIC CONSIDERATIONS

5.0 SEEPAGE AND SOIL DISPLACEMENT UNDER SHEET PILE

5.1 SEEPAGE ANALYSIS

5.2 SOIL HEAVE/DISPLACEMENT POTENTIAL UNDER SHEET

PILE:

6.0 CONCLUSIONS AND RECOMMENDATIONS

References 15

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA iii

TABLE OF CONTENTS (Continued)

Figures Figure 1 Site Location Map Figure 2 Borehole Location Plan Figure 3a Water Control Structure Figure 3b Foundation Support Geometry Figure 3c Foundation Support plan view Geometry

List of Tables:

Table 1: Boring Information Table 2: Geotechnical Design Parameters Table 3: Structural Loads and Load Cases Table 4: Factored Structural Loads and Load Cases Table 5: Axial factored resistance capacity in compression (kips) Table 6: Axial factored resistance in uplift (kips) Table 7: Estimated Deflections Under Factored Lateral Loads Table 8: Seismic Design Criteria Table 9: Upstream and Downstream water elevation for a short period flood event

Appendices Appendix A Water Control Structure Foundation Support and Under Seepage Sections Appendix B Boring Logs Appendix C Geotechnical Analysis for Foundation Support Appendix D Seismic Analysis Parameter Appendix E Under-seepage and Soil Displacement Analysis

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

Executive Summary This Geotechnical Engineering Report provides foundation support recommendations, as well as under seepage and stability of sheeting analyses for the Mill Creek Water Control Structure located in Cape Cod, Massachusetts.

This report evaluates the subsurface conditions based on seven (7) borings, conducted within the vicinity of the structure. Borings were conducted to depths between 39 and 44 feet below ground surface (bgs) in September 2021. Boring data indicates the subsurface near the structure consists of an average of four (4) strata: consisting of approximately five feet of fill (sand), underlain by approximately seven feet of sand and silt, underlain by approximately 28 feet of sand, over silty sand more than 40 feet bgs. Groundwater was only encountered at borehole 3 at 33.3 feet bgs.

Based on the subsurface conditions, loads, allowable deflections and scour penetration depth, 50-foot-long HP 16 X 183 piles are selected to support the new water control structure. The initially recommended timber piles did not provide satisfactory resistance to meet the load demand in a scour event. The new water control structure would have a pile cap with 2 rows of 5 piles per row. The first row of piles would be vertical while the second row would be 20 degree battered piles. HP 16 X 183 would be driven into the strong axis against the design flood side (i.e., at right angle to the short side of the pile cap). The geometry, loads, and design analysis are described in the following sections.

The report also evaluated the under-seepage potential below the embankment under the new sheet pile cut-off wall. In a major storm event (i.e., flooding), the analysis was conducted in GeoStudio

2022.1 (SEEP/W) shows the elevation of the storm water at downstream rises about 2 feet before it starts receding, during which uplift/swell of soil at the toe of the sheet pile wall remains within an acceptable range as this is a short-term storm event.

Based on the national seismic hazard maps prepared by the United States Geological Survey (USGS, 2002), as well as the site location at Chequessett Yacht & Country Club in Cape Cod, Massachusetts the potential for damage due to seismic effect is low. n the seismic analysis of the proposed structure, site class “Type D, “Default” and the seismic analysis parameters Fa=1.6; FV=2.4 should be used.

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

1.0 INTRODUCTION

The National Park Services (NPS) has requested EYP-WSP USA to prepare Geotechnical Engineering Report as part of the Geotechnical Engineering services for the water control structure, at the Mill Creek Water Control Structure located in Cape Cod, Massachusetts.

The geotechnical elements of the project aim to evaluate and identify the foundation support for the new water control structure gate, including subsurface bearing strength, stability, anticipated settlements that pertain to the proposed foundation, stability, and anticipated settlement due to changed stress conditions, and the performance of the sheet pile cut off wall during the design storm event.

This report includes an evaluation of subsurface data and provides geotechnical and foundation analysis recommendations with respect to the rehabilitation/improvements at the Mill Creek Water Control Structure.

2.0 SUBSURFACE EXPLORATION PROGRAM

2.1 Geotechnical Boreholes

Fuss & O’Neill conducted a subsurface investigation that consisted of drilling a total of seven (7) boreholes with designated names B-1 through B-7 between the dates of September 13th and September 16th, 2021, at locations shown in Appendix B. The boreholes were drilled to depths between 39 and 44 feet within the vicinity of the proposed water control structure design.

The boring logs are included in Appendix B. Table 1, below presents the boring location coordinates, existing ground elevation, and total drilling depth.

Table 1: Boring Information

Boring Date Completed

Northing Easting Approximate Elevation (feet MSL)

Total Drilling Depth (feet)

B-1 9/13/2021 2803273.16 1048557.08 +48 44 B-2 9/14/2021 2803096.51 1048314.04 +48 44 B-3 9/14/2021 2803092.32 1048113.87 +32 39 B-4 9/15/2021 2802709.49 1047977.73 +49 39 B-5 9/15/2021 2803228.11 1048233.60 +51 44 B-6 9/16/2021 2803008.78 1048373.66 +51 44 B-7 9/16/2021 2803157.57 1048421.68 +51 44

MSL ‒ mean sea level

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

3.0 EXISTING SITE CONDITIONS

3.1 Site Topography and Elevations

Borings conducted within the vicinity, were drilled at ground elevations ranging from 32 to 51 ft amsl.

3.2 Regional Geology

The Engineering Soil Survey of Wellfleet based on a Geological Survey (USGS Geology of Cape Cod National Sea Shore) by U.S. Department of Interior shows the Wellfleet, MA is generally consisting of beach and dune deposits and Marsh Deposits, underlain by alluvial and glacial soils.

Glaciation, about 20,000 years ago left behind several unique geologic features including drift, moraines, outwash plains, boulders, valleys, kettle holes, and distinctive soil features. During glaciation the sea levels were about 400 feet lower than they are today. As the glaciers began to melt, sea level rose rapidly. About 6,000 years ago, waves began to erode the glacial sediments that formed Cape Cod. Eroded material was transported and deposited down the coastline by longshore currents, the result of energy released parallel to the shore when a wave hits land. These erosional and depositional processes are responsible for the bay mouth bars, spits, and barrier islands that can be found on Cape Cod today. Spits allow for the creation of a calm-water lagoon and saltmarshes on their landward side. They also provide the base for coastal sand dunes. Drift which is a rock debris that glaciers deposit was not observed within the boring limits. Unstratified drift, or glacial till, that consists of rock fragments of all different sizes and shapes is likely the lowermost soil stratum encountered during boring at about 40 feet below the existing grade. Glacial outwash plains and moraines consist of drift. Moraines are piles of rock that had accumulated at the front edge of the glacier and were left behind as the glacier retreated. Outwash plains are created by meltwater from the glacier that can also lead to the formation of a uniquely glacial topography called a kame and kettle terrain. Kames are formed when sediment filled in a hole in the ice. Later, when the ice melted, the sediment collapsed and formed a hill. Kettles are depressions in the earth formed when sediment covers up a mound of ice, and then collapses when the ice melts.

3.3 Site-Specific Subsurface Conditions

Seven (7) borings were drilled within the area, adjacent to new water control structure to evaluate the subsurface conditions. Boring logs that include soil descriptions, sampling details, and SPT N-values are presented in Appendix B. Based on the information collected from the seven (7) boreholes, there are about four (4) different strata with different elevations below the existing grade at the site of the proposed design (Figure 3). These strata from top to bottom are summarized below:

Stratum 1 Fill (Sand):

All but 1 borehole (Borehole B-7) showed that after two inches of organics that about 5 feet of the soil below ground surface was fill. The fill material was primarily orange to light brown fine sand with trace to little silt and trace gravel approximately 5 feet in thickness, and generally very loosely compacted. The SPT-N values ranged between 2 and 8 blows per foot (average 5 blows per foot).

Stratum 2 Silt and Sand:

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

One of the seven (7) boreholes (Borehole B-1) encountered silt as its primary component in the second layer. This silt stratum was light brown, had trace to little fine sand and trace gravel, approximately 7 feet in thickness and loosely compacted. The SPT-N values ranged between 6 and 10 blows per foot (average 8 blows per foot).

The top of Stratum 2 was encountered at the following elevations:

B-1: +43

Stratum 3 Sand:

This stratum was observed in most of the boreholes and consists of fine to coarse sand as its primary component with trace silt and trace gravel. This sand was encountered between surface and 30 feet below the ground surface and extended to boring termination depths between 5 and 32 feet below the existing ground.

The top of Stratum 3 was encountered at the following elevations:

B-2: +43 B-3: +17 B-4: +39 B-6: +21 B-7: +51

Stratum 4 Silty Sand:

The bottom stratum that was sampled from boreholes B-1 and B-7 was a silty sand layer with little fine sand and trace gravel. This layer was recorded anywhere between 30 and 37 feet below ground surface and extend 35 to 44 feet below the surface.

The top of Stratum 4 was encountered at the following elevations:

B-1: +11 B-7: +16

3.4 Groundwater

Groundwater elevations were estimated based on observations made during drilling, and the moisture state of the midparts of the SPT samples. Groundwater was encountered at Borehole B-3 at 33.3 feet below ground surface, corresponding to approximate elevation El. -1.3ft amsl. It should be noted, however, that depth/elevation of groundwater may change depending on storm event, tidal influence, atmospheric, or other conditions.

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

4.0 GEOTECHNICAL EVALUATION AND ENGINEERING

ANALYSIS

The following subsections summarize description of the structure and foundation, a subsurface profile based on the recently drilled boreholes, the structural loads, the proposed improvements, and geotechnical foundation analysis.

The engineering criteria and methodology were carried out in accordance with AASHTO LRFD Bridge Design Specification (9th Edition, 2020). For driven pile analysis, ENSOFT Group for Windows was used to develop a feasible pile design.

Borings logs are included in Appendix B and geotechnical analysis design sheets are included in Appendix C.

4.1. Water Control Structure

The proposed water control structure is located at Mill Creek near the Chequessett Yacht and Country Club in Wellfleet, Massachusetts. The new structure is supported on a pile cap that is 34 feet by 9 feet by 2 feet. This design is based on using HP 16X183 piles. Piles are 50 feet in length and are in two rows: each row has five (5) piles. Row 1 piles are vertical piles while row 2 are battered piles with a 20-degree angle. A cross sectional view of the water control system and pile cap geometry can be seen in Figure 3a, Figure 3b, and Figure 3c.

4.1.1 Water Control Structure Subsurface Profile

As noted above four strata were identified based on the recently drilled borings: Stratum 1 (fill) consisted of loose granular material and has a thickness of about 5 feet. Fill was underlain by loose sand and soft to medium silt and clay collectively have a thickness of about 7 feet. Below, medium dense sand is on average 15 feet below the existing grade and has an average thickness of 20 feet.

The lowermost soils consist of dense sand have a thickness more than 20 feet.

The following geotechnical design parameters are used for the analysis for the design of the foundation and below grade structures:

Table 2: Geotechnical Design Parameters:

Parameters/ Soil type Stratum 1, Sand/Fill

Stratum 2 Sand/Silt/Clay

Stratum 3 Sand

Stratum 4, Silty Sand

Approximate depth below existing grade

Surface to 5 ft.

5-12 ft. 12-40 >40

Angle of Internal Friction (f0) 29 30 32 34 Cohesion (psf) - - - - Unit Weight (pcf) 110 110 110 115 Submerged Unit Weight (pcf) 62 63 63 65 Coefficient of Passive Resistance, Kp

2.85 3.03 3.33 3.57

Coefficient of Active Pressure, Ka

0.35 0.33 0.30 0.28

Coefficient of At-rest earth pressure, K0

0.52 0.50 0.47 0.44

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

4.1.2 Description of Proposed Foundation System and Summary of Loads

Structural loads were provided by the project structural engineer and are presented below in Tables 3 and 4. Load data includes vertical, horizontal and moment load combinations.

For the water control structure, two rows of driven piles at a 7’-6” spacing along the length (front row of pile as vertical and rear row as battered) was evaluated and recommended. Pile cap dimensions are 34’ long, 9’wide and 2’ depth (in thickness). The pile spacing of 5’ was selected. The pile edge distance is 2’. Typical sections of the foundation support for Water Control Structure are presented in Figure 3a, 3b, and 3c. The pile load summary (AISC LF1, AISC LF2, Strength, Service, and Extreme Event) at the Pile Cap is summarized below.

Table 3: Structural Loads and Load Cases:

Load Case DC (kips) LL (kips) Total (kips) WA/ FLOOD (kips) Strength I 311.25 14 325.25 203 Service II 249 10.4 259.4 203 Extreme Event 249 8 257 203

Table 4: Factored Structural Loads and Load Cases:

# Load Case Load Factors Factorial Axial Load (kips) 1 AISC Factored Load 1 1.2 DL + 1.6 LL + 1.2 WT 1.2*249+1.6*8+0 311.6 2 AISC Factored Load 2 1.4 DL +1.4 WT 311.6 348.6 3 Strength 1.25 DL + 1.75 LL + 1 WT 1.4*249 + 1.4*0 325.25 4 Service 1 DL + 1.3 LL + 1 WT 348.6 259.4 5 Extreme Event 1 DL + 1 LL + 1 WT 1.25*249 + 1.75*8+1*0 257

4.1.3 Flood Control Structure Foundation Analysis

Geotechnical analysis of the proposed new foundation system was conducted using Ensoft Group Analysis, using the soil parameters presented in Table 2 and the load data provided by structural engineer in Tables 3 and 4. The new water control structure will be resting on deep foundation system consisting of HP16X183 section driven piles into the soil Stratum 4, silty sand. Pile deflection and capacities are summarized in Tables 5 through 7, below, and geotechnical analysis are presented in Appendix C. The geotechnical analysis indicated, the design is controlled by the pile head deflection in a scour event and the pile capacities in compression. Accordingly, HP 16 X 183 would be driven into the strong axis against the design flood side (i.e., at right angle to the short side of the pile cap).

Total 10 piles (HP16X183, Length 50 ft.) used under the pile cap of the water control structure on each end.

As shown in Table 5 HP16X183 driven piles each 50 feet in length under a pile cap can support the estimated new loads with satisfactory resistance factors (Table 5). The nominal and factored axial pile capacities in compression are 166 kips and 83 kips per pile (166*0.5), respectively (AASHTO LRFD Table 10.5.5.2.3-1). Therefore, 10 piles under a pile cap will provide a total capacity of 830

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA kips (C), which will meet the load demand of 347 kips (D) with a C/D=2.39. The pile cap dimensions are 34 ft. long, 9 ft. wide, and 2 ft. in thickness.

Calculations of the proposed structure can be seen in the below tables:

Table 5: Axial factored resistance capacity in compression (kips):

Load Type Pile Cap Factored Axial Load (kips)

Vertical Pile Nominal Axial Compression Capacity (kips)

Battered Pile Axial Compression Capacity (kips)

AISC Factored Load 1 311.6 166 184 AISC Factored Load 2 348.6 166 184 Strength 325.25 166 184 Service 259.4 166 184 Extreme Event 257 166 184

Table 6: Axial factored resistance in uplift (kips):

Load Type Pile Cap Factored Axial Load (kips)

Vertical Pile Nominal Uplift Capacity (kips)

Battered Pile Nominal Uplift Capacity (kips)

AISC Factored Load 1 311.6 142 162 AISC Factored Load 2 348.6 142 162 Strength 325.25 142 162 Service 259.4 142 162 Extreme Event 257 142 162

Table 7: Estimated Deflections Under Factored Lateral Loads:

Load Type Factored Axial Force (kips)

Maximum deflection in Vertical Pile (inches)

Maximum deflection in Battered Pile (inches)

AISC Factored Load 1 1.2 X 203= 243.6 0.61 0.63 AISC Factored Load 2 1.4 X 203= 284.2 0.72 0.75 Strength 1 X 203= 203 0.47 0.49 Service 1 X 203= 203 0.49 0.52 Extreme Event 1 X 203= 203 0.49 0.52

4.2 Seismic Considerations

Based on the national seismic hazard maps prepared by the United States Geological Survey (USGS, 2002), as well as the site location in Cape Cod, Massachusetts the potential for damage due to seismic effect is low.

The geotechnical parameters for the analysis to resist seismic forces are those used by the AASHTO 2009 and determined following FEMA/NEHRP (1997-2000) procedures. From a probabilistic standpoint, the Maximum Considered Earthquake (MCE) ground motion (per NEHRP 2000) is

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA defined as the ground motion having a two (2) percent probability of exceedance in 50 years (an approximately 958-year return period). It is defined by the spectral accelerations at a 0.162-second period (Ss) and at a one (1)-second period.

In the seismic analysis of the proposed structure, site class “Type D, “Default” and the following seismic analysis parameters can be used:

Table 8: Seismic Design Criteria

AASHTO Section Factor/Class Value Table 1615.1.1 Site Class D

1615.1 Ss, Short Period Spectral Acceleration 0.162g

1615.1 S1, 1-Second Period Spectral Acceleration 0.05g

Table 1615.1.2(1) Fa 1.6 Table 1615.1.2(2) Fv 2.4

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

5.0 SEEPAGE AND SOIL DISPLACEMENT UNDER SHEET PILE

As part of the seepage analysis, WSP evaluated the under-seepage potential and soil heave/ displacement underneath the sheet pile in a major storm event that would impact the stability of the cut-off wall and the embankment.

5.1 Seepage Analysis

This seepage analysis is for the Mill Creek Water Control Structure and embankment is located at Wellfleet, Cape Cod, MA. For the seepage analysis, we referenced the design Sheet No. CX-506 which is west side profile of Water Control Structure at STA 8+39 - 14+08. There are two cross sections provided where the tip elevation of sheet pile in Section 1 was at -15.5 ft. and in Section 2 the tip elevation of the sheet pile was at -6.5 ft. The page 26 of the pdf report shows (attached in Appendix) approximate location of analysis cross-section for Section 1 and Section 2 in red. At these sections we have modelled sheet pile with depth 25.5 ft (El. 10 to El.-15.5 ft) at Section 1, and depth

16.5 (El. 10 to El. -6.5) at Section 2.

The geometry and details of the embankment is presented in the Appendix E and analysis conducted in GeoStudio (SEEP/W) and PLAXIS are also included in Appendix E.

The embankment is adjacent to Mill Creek water control structure therefore the site-specific subsurface condition is considered like given in Section 3.3 and Table 2. 2.2.

The average saturated soil elevation El 1.25 is taken from the design Sheet No. CX-506. The seepage analysis conducted at the cross section for both the sheet piles with assuming the flood boundary condition as, water level at upstream side at an El. 8.5 in a major storm event

The analysis is given in Appendix E, according to which when the storm water ids at El.8.5, downstream water elevation would range between El 1.73 and El.2.16. The summary of water level elevation results due to seepage underneath a sheet pile for a short-term flood period shown in Table 10 below:

Table 9: Upstream and Downstream water elevation for a short period flood event:

Section Depth of Sheet Pile

Upstream Flood Water El.

Downstream- Isosurface water pressure head value=0 at Elevation

Section 1 25.5 ft +8.5 +1.73 Section 2 16.5 ft +8.5 +2.16

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

5.2 Soil Heave/Displacement Potential Under Sheet Pile:

PLAXIS 2D was used for analyzing the soil displacement and the stability in a major storm event at the tip of the sheet pile.

The average saturated soil elevation was taken El.1.25 (Sheet No. CX-506). After the seepage analysis, soil displacement analysis was conducted for the cross sections 1 and 2. Section 2 was a critical case where the sheet pile depth is 16.5 (El 10 ft to El.-6.5 ft).

The geometry and details are included in the Appendix E.

Table 10: Maximum soil displacement under sheet pile in flood event

Section Depth of Sheet Pile Maximum Total displacement |u|

Maximum Total displacement |u| in Factor of Safety

Section 2 16.5 ft 5.377*10-3 ft 0.01509 ft

The results in a fully coupled flow-deformation calculation which show the maximum total displacement |u| of a node under the sheet pile in a major storm event will be 5.377*10-3 ft. The displacement with factor of safety would be 0.01509 ft, which is small enough to be considered negligible.

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

6.0 CONCLUSIONS AND RECOMMENDATIONS

1. Based on the information collected from the seven (7) boreholes, there are four (4) different strata with different elevations below the existing grade near to the site of the proposed foundation.

2. Four strata were identified based on the recently drilled borings and can be summarized as follows: Stratum 1 (fill) consisted of loose granular material and has a thickness of about 5 feet. Fill was underlain by loose sand and soft to medium silt and clay collectively have a thickness of about 7 feet. Below, medium dense sand is on average 15 feet below the existing grade and has an average thickness of 20 feet. The lowermost soils consist of dense sand have a thickness more than 20 feet.

3. The proposed water control structure system is recommended to be supported using ten (10) HP16X183 driven piles under a 34 ft X 9ft X 2 ft pile cap. A total of 10 piles each 50 ft. in length under a pile cap will provide a total capacity of 830 kips (C), which will meet the necessary load demands.

4. Based on the national seismic hazard maps prepared by the United States Geological Survey (USGS, 2002), as well as the site location in Wellfleet, Cape Cod, Massachusetts the potential for damage due to seismic effect is low. n the seismic analysis of the proposed structure, site class “Type D, “Default” and the seismic analysis parameters Fa=1.6; Fv=2.4 should be used.

5. Based on the seepage analysis, in a short-term major flood event, if the water level at upstream side would be at elevation El. +8.5, the flood would cause marginal rise of water table to El.

1.73 and El.2.16 feet at the downstream side.

6. Fully Coupled flow-deformation analysis showed the maximum total displacement under the sheet pile in a major storm event would be 0.01509 ft, which is small enough to be considered negligible.

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

References

AASTHO LRFD Bridge Design Specification 9th Edition- 2020

USGS https://www.usgs.gov/

FUSS & O’NEILL, “Chequessett Yacht & Country Club Borrow Area Subsurface Investigation- WellFleet, MA”, Boring logs

Preliminary Group Pile Foundation Design for Mill Creek Water Control Structure, Cape Cod, MA

Figure 1

Figure 1:

Site Location Plan

Source: USGS Topo

USBK698683

Oval

USBK698683

Line

USBK698683

Text Box Project Location

USBK698683

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USBK698683

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USBK698683

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USBK698683

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Figure 2

S

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(SEE MC-1)

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X x x x

317 IRON HORSE WAY, SUITE 204

PROVIDENCE, RI 02908

401.861.3070 www.fando.com

SEALSEAL

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FIG. 2

20120636.A30

SEPTEMBER, 2021

FRIENDS OF HERRING RIVER

BORING LOCATION PLAN AND

INTERPRETED SUBSURFACE SOIL PROFILES

CHEQUESSETT YACHT & COUNTRY CLUB

BORROW AREA SUBSURFACE INVESTIGATION

WELLFLEET MASSACHUSETTS

AS NOTED

AS NOTED

NAD83

NAVD88

5T

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FIG. 2

20120636.A30

SEPTEMBER, 2021

FRIENDS OF HERRING RIVER

BORING LOCATION PLAN AND

INTERPRETED SUBSURFACE SOIL PROFILES

CHEQUESSETT YACHT & COUNTRY CLUB

BORROW AREA SUBSURFACE INVESTIGATION

WELLFLEET MASSACHUSETTS

AS NOTED

AS NOTED

NAD83

NAVD88

317 IRON HORSE WAY, SUITE 204

PROVIDENCE, RI 02908

401.861.3070 www.fando.com

SEALSEAL

SCALE:

DATUM:

VERT.:

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Figure 3a, 3b, & 3c

Foundation Support, Under seepage and Stability of Sheeting for Mill Creek Water Control Structure, Cape Cod, MA

Appendix A

Water Control Structure Foundation Support and Under-Seepage Sections i e t h

J D

W G

P

A

C i v i l P l a n

A

D

E T d y o u t

C

X o t t e d

W e d

D e c e m b e r e r d n e w h a t h

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A

D

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C

X o t t e d

T h u

D e c e m b e r e r d n e w h a l l

Approximate location of analysis cross-section for Section 1

Approximate location of analysis cross-section for Section 2

Figure 1: Sheet Pile Section Location t h

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Appendix- B Boring Logs

PEAT

SM

SM

ML

ML

ML

SM

SM

SM

SM

SM

0.2

5.0

12.0

25.0

2 inches of ORGANICS

Very loose, Orange to Brown, fine SAND, little Silt, trace Gravel, Dry

Loose, Light Brown, fine SAND, little Silt, trace Gravel, Dry

Loose, Light Brown, SILT, little fine Sand, trace Gravel, Dry

Loose, Light Brown, SILT, trace fine Sand, trace Gravel, Dry

Loose, Light brown, SILT, trace fine Sand, trace Gravel, Dry

Loose, Light brown to orange, fine SAND, little Silt, trace Gravel, Dry

Loose, Light Brown to White, fine SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine SAND, little Silt, trace Gravel, Dry

Medium dense, Light Brown, fine SAND, little Silt, trace Gravel, Dry

7/24

12/24

11/24

18/24

8/24

13/24

/24

17/24

17/24

17/24

S-1

0.0'- 2.0'

S-2

2.0'- 4.0'

S-3

5.0'- 7.0'

S-4

7.0'- 9.0'

S-5

10.0'- 12.0'

S-6

12.0'- 14.0'

S-7

15.0'- 17.0'

S-8

17.0'- 19.0'

S-9

20.0'- 22.0'

S-10

22.0'- 24.0'

Date Started: September 13, 2021

Date Finished: September 13, 2021 Vertical Datum: NAVD88Elevation: 48 ft.

Horizontal Datum: NAD83Core Barrel

-SS

Roller Bit Cutting Head

Truck Rubber Tire Track Skid-

4 inch Hollow Stem Auger

Casing Advance Drill Rod Size:Hammer Type

Hammer Fall (in.)

Coord.: N: 2803273.16 E: 1048557.08

1.875 -140

Casing

3.25 Cat-Head Winch

Rig Make & Model: CME-750X Tripod Geoprobe Air Track Tire ATV

Bentonite Polymer Water None

Safety Doughnut Automatic

Drilling Fluid

Hammer Wt. (lb.)

Inside Dia. (in.)

Length (ft) Type Item

Sampler

1.375

HSA

Boring Location: See Plan

Project: Chequessett Yacht & Country Club Borrow Area Subsurface Investigation

Client: Friends of Herring River

Drilling Co.: Soil X, Corp

Driller: Pat Goodale

Project No.: 20120636.A30

Project Mgr: Nils Wiberg

Field Eng. Staff: Derek Newhall

Location: WellFleet, MA

Boring No.: 1

Very Loose

Loose

Medium Dense

Dense

Very Dense

0 - 4

4 - 10

10 - 30

30 - 50

>50

And

Some

Little

Trace

35 - 50%

20 - 35%

10 - 20%

<10%

Groundwater not encountered during investigation

Minor Constituent Proportions

Date Time Elapsed

Time (hr)

Bottom of Hole Water

Depth in feet Water Level Data

SS

ST

GS

ET

C

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

Hard

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

>30

Soil ConsistencySoil Density Sample Type Notes:

Split Spoon

Shelby Tube

Grab Sample

Extruded Tube

Rock Core

Dilatancy:

Toughness:

N - None S - Slow R - Rapid L - Low M - Medium H - High

Field Test Legend: Plasticity:

Dry Strength:

NP - Non-Plastic L - Low M - Medium H - High N - None L - Low M - Medium H - High VH - Very High

PRELIMINARY

Depth/ Elev.

(ft)

Sample No. /

Interval (ft)

Rec / Pen.

(in)

USCS

Symbol Group

Field Tests

P la st ic ity

D ry

S tr en gt h

T ou gh ne ss

D ila ta nc y

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

Sample Blows per 6"

Stratum Graphic Remarks

SOIL BORING LOG

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

(ft)

ML

SM

SM

SM

ML

SM

SM

27.0

37.0

44.0

Medium dense, Gray, SILT, trace coarse SAND, trace Gravel, Dry

Medium dense, Light Brown, fine SAND, little Silt, trace Gravel, Dry

Medium dense, Light Brown to Orange, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown to Orange, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown to Orange, find SAND, little Silt, trace Gravel, Dry

Loose, Gray, SILT, little fine Sand, Dry

Medium dense, White to Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light brown to White, fine SAND, trace Silt, Dry

Boring terminated without refusal at 44 feet below the ground surface

20/24

18/24

9/24

19/24

18/24

17/24

14/24

17/24

S-11

25.0'- 27.0'

S-12

27.0'- 29.0'

S-13

30.0'- 32.0'

S-14

32.0'- 34.0'

S-15

35.0'- 37.0'

S-16

37.0'- 39.0'

S-17

40.0'- 42.0'

S-18

42.0'- 44.0'

PROJECT NO.: BORING NO.:NOTES:

PRELIMINARY

Depth/ Elev.

(ft)

Stratum Graphic

USCS

Symbol Group

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

D ila ta nc y

T ou gh ne ss

P la st ic ity

D ry

S tr en gt h

Field Tests

20120636.A30

Sample Blows per 6"

Remarks*

Sample No. /

Interval (ft)

Rec / Pen.

(in)

SOIL BORING LOG

-10

(continued)

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SM

SW

SM

SM

SW

SM

SM

SM

SM

0.2

5.0

7.0

12.0

15.0

2 inches of ORGANICS

Very loose, White to Brown, fine SAND, trace Silt, trace Gravel, Dry

Loose, Orange to Brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Orange to Brown, fine to coarse SAND, trace Silt, trace Gravel, Dry

Loose, Orange to Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Medium dense, Orange to Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Medium dense, light Brown, fine to coarse SAND, trace fine Gravel, trace Silt, Dry

Medium dense, Orange to Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Medium dense, Light Brown to Orange, fine to medium SAND, trace Gravel, trace Silt, Dry

Loose, Light Brown, medium SAND, trace Silt, trace fine Gravel, Dry

Loose, Light Brown, medium SAND, trace Silt, trace fine Gravel, Dry

2 inches of wash at the top of the spoon

9/24

17/24

10/24

12/24

12/24

16/24

13/24

16/24

16/24

16/24

S-1

0.0'- 2.0'

S-2

2.0'- 4.0'

S-3

5.0'- 7.0'

S-4

7.0'- 9.0'

S-5

10.0'- 12.0'

S-6

12.0'- 14.0'

S-7

15.0'- 17.0'

S-8

17.0'- 19.0'

S-9

20.0'- 22.0'

S-10

22.0'- 24.0'

Date Started: September 13, 2021

Date Finished: September 14, 2021 Vertical Datum: NAVD88Elevation: 48 ft.

Horizontal Datum: NAD83Core Barrel

-SS

Roller Bit Cutting Head

Truck Rubber Tire Track Skid-

4 inch Hollow Stem Auger

Casing Advance Drill Rod Size:Hammer Type

Hammer Fall (in.)

Coord.: N: 2803096.51 E: 1048314.04

1.875 -140

Casing

3.25 Cat-Head Winch

Rig Make & Model: CME-750X Tripod Geoprobe Air Track Tire ATV

Bentonite Polymer Water None

Safety Doughnut Automatic

Drilling Fluid

Hammer Wt. (lb.)

Inside Dia. (in.)

Length (ft) Type Item

Sampler

1.375

HSA

Boring Location: See Plan

Project: Chequessett Yacht & Country Club Borrow Area Subsurface Investigation

Client: Friends of Herring River

Drilling Co.: Soil X, Corp

Driller: Pat Goodale

Project No.: 20120636.A30

Project Mgr: Nils Wiberg

Field Eng. Staff: Derek Newhall

Location: WellFleet, MA

Boring No.: 2

Very Loose

Loose

Medium Dense

Dense

Very Dense

0 - 4

4 - 10

10 - 30

30 - 50

>50

And

Some

Little

Trace

35 - 50%

20 - 35%

10 - 20%

<10%

Groundwater not encountered during investigation

Minor Constituent Proportions

Date Time Elapsed

Time (hr)

Bottom of Hole Water

Depth in feet Water Level Data

SS

ST

GS

ET

C

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

Hard

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

>30

Soil ConsistencySoil Density Sample Type Notes:

Split Spoon

Shelby Tube

Grab Sample

Extruded Tube

Rock Core

Dilatancy:

Toughness:

N - None S - Slow R - Rapid L - Low M - Medium H - High

Field Test Legend: Plasticity:

Dry Strength:

NP - Non-Plastic L - Low M - Medium H - High N - None L - Low M - Medium H - High VH - Very High

PRELIMINARY

Depth/ Elev.

(ft)

Sample No. /

Interval (ft)

Rec / Pen.

(in)

USCS

Symbol Group

Field Tests

P la st ic ity

D ry

S tr en gt h

T ou gh ne ss

D ila ta nc y

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

Sample Blows per 6"

Stratum Graphic Remarks

SOIL BORING LOG

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SW

SM

SM

SM

SM

SM

SM

8 44.0

Loose, Light Brown, fine to coarse SAND, little Graavel, trace Silt, Dry

Loose, Light Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Loose, Light Brown, fine to medium SAND, little Silt, trace Gravel, Dry

Medium dense, Light Brown, fine SAND, little Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown to Gray, fine to medium SAND, little Silt, trace Gravel, Dry

Boring terminated without refusal at 44 feet below the ground surface

Silt approximately 10 inches from the bottom of the spoon

Silt 14 inches from the bottom of the spoon

3 inches of silt approximately 4 inches from the bottom of the spoon

9/24

14/24

15/24

18/24

13/24

17/24

14/24

17/24

S-11

25.0'- 27.0'

S-12

27.0'- 29.0'

S-13

30.0'- 32.0'

S-14

32.0'- 33.0'

S-15

35.0'- 37.0'

S-16

37.0'- 39.0'

S-17

40.0'- 42.0'

S-18

42.0'- 44.0'

PROJECT NO.: BORING NO.:NOTES:

PRELIMINARY

Depth/ Elev.

(ft)

Stratum Graphic

USCS

Symbol Group

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

D ila ta nc y

T ou gh ne ss

P la st ic ity

D ry

S tr en gt h

Field Tests

20120636.A30

Sample Blows per 6"

Remarks*

Sample No. /

Interval (ft)

Rec / Pen.

(in)

SOIL BORING LOG

-10

(continued)

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SM

SM

SM

SM

SW

SM

SM

SM

15.0

17.0

Very loose, Orange to Brown, fine SAND, trace Silt, trace Gravel, Dry

Very loose, Brown, fine SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown to Orange, fine to medium SAND, little Gravel, trace Silt, Dry

Loose, Light Brown to Orange, fine to coarse SAND, trace Gravel, trace Silt, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

6/24

11/24

14/24

17/24

12/24

13/24

13/24

14/24

11/24

16/24

S-1

0.0'- 2.0'

S-2

2.0'- 4.0'

S-3

5.0'- 7.0'

S-4

7.0'- 9.0'

S-5

10.0'- 12.0'

S-6

12.0'- 14.0'

S-7

15.0'- 17.0'

S-8

17.0'- 19.0'

S-9

20.0'- 22.0'

S-10

22.0'- 24.0'

Date Started: September 14, 2021

Date Finished: September 14, 2021 Vertical Datum: NAVD88Elevation: 32 ft.

Horizontal Datum: NAD83Core Barrel

-SS

Roller Bit Cutting Head

Truck Rubber Tire Track Skid-

4 inch Hollow Stem Auger

Casing Advance Drill Rod Size:Hammer Type

Hammer Fall (in.)

Coord.: N: 2803092.32 E: 1048113.87

1.875 -140

Casing

3.25 Cat-Head Winch

Rig Make & Model: CME-750X Tripod Geoprobe Air Track Tire ATV

Bentonite Polymer Water None

Safety Doughnut Automatic

Drilling Fluid

Hammer Wt. (lb.)

Inside Dia. (in.)

Length (ft) Type Item

Sampler

1.375

HSA

Boring Location: See Plan

Project: Chequessett Yacht & Country Club Borrow Area Subsurface Investigation

Client: Friends of Herring River

Drilling Co.: Soil X, Corp

Driller: Pat Goodale

Project No.: 20120636.A30

Project Mgr: Nils Wiberg

Field Eng. Staff: Derek Newhall

Location: WellFleet, MA

Boring No.: 3

Very Loose

Loose

Medium Dense

Dense

Very Dense

0 - 4

4 - 10

10 - 30

30 - 50

>50

And

Some

Little

Trace

35 - 50%

20 - 35%

10 - 20%

<10%

Groundwater encountered at a depth of 33.3 feet from the ground surface

Minor Constituent Proportions

Date Time Elapsed

Time (hr)

Bottom of Hole Water

Depth in feet Water Level Data

SS

ST

GS

ET

C

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

Hard

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

>30

Soil ConsistencySoil Density Sample Type Notes:

Split Spoon

Shelby Tube

Grab Sample

Extruded Tube

Rock Core

Dilatancy:

Toughness:

N - None S - Slow R - Rapid L - Low M - Medium H - High

Field Test Legend: Plasticity:

Dry Strength:

NP - Non-Plastic L - Low M - Medium H - High N - None L - Low M - Medium H - High VH - Very High

PRELIMINARY

Depth/ Elev.

(ft)

Sample No. /

Interval (ft)

Rec / Pen.

(in)

USCS

Symbol Group

Field Tests

P la st ic ity

D ry

S tr en gt h

T ou gh ne ss

D ila ta nc y

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

Sample Blows per 6"

Stratum Graphic Remarks

SOIL BORING LOG

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SM

SM

SM

SM

13 39.0

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Moist

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Wet

Medium dense, Light Brown, fine SAND, trace Silt, trace Gravel, Wet

Medium dense, Light Brown, fine SAND, trace Silt, trace Gravel, Wet

Boring terminated without refusal at 39 feet below the ground surface

13/24

2/24

13/24

13/24

20/24

20/24

S-11

25.0'- 27.0'

S-12

27.0'- 29.0'

S-13

30.0'- 32.0'

S-14

32.0'- 34.0'

S-15

35.0'- 37.0'

S-16

37.0'- 39.0'

PROJECT NO.: BORING NO.:NOTES:

PRELIMINARY

Depth/ Elev.

(ft)

Stratum Graphic

USCS

Symbol Group

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

D ila ta nc y

T ou gh ne ss

P la st ic ity

D ry

S tr en gt h

Field Tests

20120636.A30

Sample Blows per 6"

Remarks*

Sample No. /

Interval (ft)

Rec / Pen.

(in)

SOIL BORING LOG

-10

-20

(continued)

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SW

SM

SW

SM

SW

SW

SW

SM

2.0

7.0

10.0

12.0

15.0

22.0

Very loose, Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown, fine to coarse SAND, trace Silt, trace Gravel, Dry

Loose, Light Brown, fine to coarse SAND, trace fine Gravel, trace Silt, Dry

Loose, Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Loose, light brown, fine to coarse Sand, trace Gravel, trace Silt, Dry

Loose, light brown, fine to medium Sand, trace Gravel, trace Silt, Dry

Loose, light brown, fine to coarse Sand, trace Gravel, trace Silt, Dry

Medium dense, Light Brown, fine to coarse SAND, trace Gravel, trace Silt, Dry

Medium dense, Orange to Brown, fine to coarse SAND, little Gravel, trace Silt, Dry

Medium dense, Orange to Light brown, fine to medium SAND, trace Silt, trace Gravel, Dry

9/24

13/24

13/24

14/24

12/24

15/24

12/24

13/24

10/24

16/24

S-1

0.0'- 2.0'

S-2

2.0'- 4.0'

S-3

5.0'- 7.0'

S-4

7.0'- 9.0'

S-5

10.0'- 12.0'

S-6

12.0'- 14.0'

S-7

15.0'- 17.0'

S-8

17.0'- 19.0'

S-9

20.0'- 22.0'

S-10

22.0'- 24.0'

Date Started: September 14, 2021

Date Finished: September 15, 2021 Vertical Datum: NAVD88Elevation: 49 ft.

Horizontal Datum: NAD83Core Barrel

-SS

Roller Bit Cutting Head

Truck Rubber Tire Track Skid-

4 inch Hollow Stem Auger

Casing Advance Drill Rod Size:Hammer Type

Hammer Fall (in.)

Coord.: N: 2802709.49 E: 1047977.73

1.875 -140

Casing

3.25 Cat-Head Winch

Rig Make & Model: CME-750X Tripod Geoprobe Air Track Tire ATV

Bentonite Polymer Water None

Safety Doughnut Automatic

Drilling Fluid

Hammer Wt. (lb.)

Inside Dia. (in.)

Length (ft) Type Item

Sampler

1.375

HSA

Boring Location: See Plan

Project: Chequessett Yacht & Country Club Borrow Area Subsurface Investigation

Client: Friends of Herring River

Drilling Co.: Soil X, Corp

Driller: Pat Goodale

Project No.: 20120636.A30

Project Mgr: Nils Wiberg

Field Eng. Staff: Derek Newhall

Location: WellFleet, MA

Boring No.: 4

Very Loose

Loose

Medium Dense

Dense

Very Dense

0 - 4

4 - 10

10 - 30

30 - 50

>50

And

Some

Little

Trace

35 - 50%

20 - 35%

10 - 20%

<10%

Groundwater not encountered during investigation

Minor Constituent Proportions

Date Time Elapsed

Time (hr)

Bottom of Hole Water

Depth in feet Water Level Data

SS

ST

GS

ET

C

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

Hard

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

>30

Soil ConsistencySoil Density Sample Type Notes:

Split Spoon

Shelby Tube

Grab Sample

Extruded Tube

Rock Core

Dilatancy:

Toughness:

N - None S - Slow R - Rapid L - Low M - Medium H - High

Field Test Legend: Plasticity:

Dry Strength:

NP - Non-Plastic L - Low M - Medium H - High N - None L - Low M - Medium H - High VH - Very High

PRELIMINARY

Depth/ Elev.

(ft)

Sample No. /

Interval (ft)

Rec / Pen.

(in)

USCS

Symbol Group

Field Tests

P la st ic ity

D ry

S tr en gt h

T ou gh ne ss

D ila ta nc y

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

Sample Blows per 6"

Stratum Graphic Remarks

SOIL BORING LOG

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SW

SM

SM

SM

30.0

32.0

39.0

Medium dense, Light brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light brown, fine to coarse SAND, trace Silt, trace Gravel, Dry

Medium dense, Light brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light to Orange Brown, fine to medium SAND, little Gravel, trace Silt, Dry

Boring terminated without refusal at 39 feet below the ground surface

14/24

18/24

11/24

17/24

11/24

13/24

S-11

25.0'- 27.0'

S-12

27.0'- 29.0'

S-13

30.0'- 32.0'

S-14

32.0'- 34.0'

S-15

35.0'- 37.0'

S-16

37.0'- 39.0'

PROJECT NO.: BORING NO.:NOTES:

PRELIMINARY

Depth/ Elev.

(ft)

Stratum Graphic

USCS

Symbol Group

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

D ila ta nc y

T ou gh ne ss

P la st ic ity

D ry

S tr en gt h

Field Tests

20120636.A30

Sample Blows per 6"

Remarks*

Sample No. /

Interval (ft)

Rec / Pen.

(in)

SOIL BORING LOG

-10

(continued)

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SM

SM

SM

SM

SM

SM

SM

SM

SM

0.2 2 inches of ORGANICS

Very loose, Orange to Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Loose, Orange to Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Loose, Light Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Medium dense, Orange to Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Loose, Light Brown, fine to medium SAND, trace Gravel, trace Silt, Dry

Medium dense, Orange to Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Orange to Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Orange to Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Orange to Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Orange to Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

9/24

14/24

11/24

14/24

14/24

11/24

8/24

14/24

9/24

15/24

S-1

0.0'- 2.0'

S-2

2.0'- 4.0'

S-3

5.0'- 7.0'

S-4

7.0'- 9.0'

S-5

10.0'- 12.0'

S-6

12.0'- 14.0'

S-7

15.0'- 17.0'

S-8

17.0'- 19.0'

S-9

20.0'- 22.0'

S-10

22.0'- 24.0'

Date Started: September 15, 2021

Date Finished: September 15, 2021 Vertical Datum: NAVD88Elevation: 51 ft.

Horizontal Datum: NAD83Core Barrel

-SS

Roller Bit Cutting Head

Truck Rubber Tire Track Skid-

4 inch Hollow Stem Auger

Casing Advance Drill Rod Size:Hammer Type

Hammer Fall (in.)

Coord.: N: 2803228.11 E: 1048233.6

1.875 -140

Casing

3.25 Cat-Head Winch

Rig Make & Model: CME-750X Tripod Geoprobe Air Track Tire ATV

Bentonite Polymer Water None

Safety Doughnut Automatic

Drilling Fluid

Hammer Wt. (lb.)

Inside Dia. (in.)

Length (ft) Type Item

Sampler

1.375

HSA

Boring Location: See Plan

Project: Chequessett Yacht & Country Club Borrow Area Subsurface Investigation

Client: Friends of Herring River

Drilling Co.: Soil X, Corp

Driller: Pat Goodale

Project No.: 20120636.A30

Project Mgr: Nils Wiberg

Field Eng. Staff: Derek Newhall

Location: WellFleet, MA

Boring No.: 5

Very Loose

Loose

Medium Dense

Dense

Very Dense

0 - 4

4 - 10

10 - 30

30 - 50

>50

And

Some

Little

Trace

35 - 50%

20 - 35%

10 - 20%

<10%

Groundwater not encountered during investigation

Minor Constituent Proportions

Date Time Elapsed

Time (hr)

Bottom of Hole Water

Depth in feet Water Level Data

SS

ST

GS

ET

C

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

Hard

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

>30

Soil ConsistencySoil Density Sample Type Notes:

Split Spoon

Shelby Tube

Grab Sample

Extruded Tube

Rock Core

Dilatancy:

Toughness:

N - None S - Slow R - Rapid L - Low M - Medium H - High

Field Test Legend: Plasticity:

Dry Strength:

NP - Non-Plastic L - Low M - Medium H - High N - None L - Low M - Medium H - High VH - Very High

PRELIMINARY

Depth/ Elev.

(ft)

Sample No. /

Interval (ft)

Rec / Pen.

(in)

USCS

Symbol Group

Field Tests

P la st ic ity

D ry

S tr en gt h

T ou gh ne ss

D ila ta nc y

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

Sample Blows per 6"

Stratum Graphic Remarks

SOIL BORING LOG

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SM

SM

SM

SM

SM

SM

12 44.0

Medium dense, Orange to Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Orange to Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine SAND, trace Silt, trace Gravel, Dry

Medium dense, Light Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Boring terminated without refusal at 44 feet below the ground surface

13/24

14/24

10/24

13/24

1/24

13/24

12/24

17/24

S-11

25.0'- 27.0'

S-12

27.0'- 29.0'

S-13

30.0'- 32.0'

S-14

32.0'- 34.0'

S-15

35.0'- 37.0'

S-16

37.0'- 39.0'

S-17

40.0'- 42.0'

S-18

42.0'- 44.0'

PROJECT NO.: BORING NO.:NOTES:

PRELIMINARY

Depth/ Elev.

(ft)

Stratum Graphic

USCS

Symbol Group

Visual - Manual Identification & Description* (density/consistency, color, Group Name & Symbol, maximum particle size, structure, odor, moisture, optional descriptions, geologic interpretation)

D ila ta nc y

T ou gh ne ss

P la st ic ity

D ry

S tr en gt h

Field Tests

20120636.A30

Sample Blows per 6"

Remarks*

Sample No. /

Interval (ft)

Rec / Pen.

(in)

SOIL BORING LOG

(continued)

BORING NO.:

NOTES: Soil identifications and field tests based on visual-manual methods per ASTM D2488 and using the modified Burmister System

SM

SM

SM

SM

SM

SM

SM

SM

SM

WOH

0.2 2 inches of ORGANICS

Very Loose, Orange to Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Very Loose, Orange to Brown, fine to medium SAND, trace Silt, trace Gravel, Dry

Very Loose, Light Brown, fine to medium…